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1087 CHINQUAPIN AVE; ; CBR2022-1803; Permit
Building Permit Finaled Residential Permit Print Date: 05/03/2023 Job Address: 1087 CHINQUAPIN AVE, CARLSBAD, CA 92008-3534 Permit No: Status: (cityof Carlsbad CBR2022-1803 Closed -Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel#: 2061204000 Track#: Valuation: $128,323.80 Lot#: Occupancy Group: R-3 Project#: #of Dwelling Units: 1 Plan #: Bedrooms: Bathrooms: Construction Type:V-B Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: No Project Title: Description: 1087 CHINQUAPIN AVE: NEW 900 SF DETACHED ADU W/ 60 SF PATIO Property Owner: FEE BUILDING PLAN CHECK KATHLEEN REINDERS 1085 CHlNQUAPIN AVE CARLSBAD, CA 92008-3534 (760) 730-2150 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS {PLN) CERTIFICATE OF OCCUPANCY GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PUBLIC FACILITIES FEES outside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $7,275,31 Total Payments To Date: $7,275.31 Applied: 05/24/2022 Issued: 09/29/2022 Finaled Close Out: 05/03/2023 Final Inspection: 05/02/2023 INSPECTOR: Renfro, Chris Contractor: SETH HOENIG PO BOX 1958 CARLSBAD, CA 92018-1958 (760) 434-9668 Balance Due: AMOUNT $755.30 $194.00 $98.00 $16.00 $175.00 $4,491.33 $6.00 $1,162.00 $16.68 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a], and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTH ER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (cicyof Carlstiad IC1o"9- Job Addresa Chinquapin Avenue RESIDENTIAL BUILDING PERMIT APPLICATION B-1 PC Deposit Unit: APN:206-120-40-00 _____ , CT/Project #: _________________ Lot #: ____ Year Built: ________ _ Fire Sprinklers:OE@No Air Conditioning:@YESQNo Electrical Panel UpgradeQYES0No BRIEF DESCRIPTION OF WORK: residential 900 square foot detached ADU ~ New SF :900 Living SF, 900 Deck SF, ____ Patio SF, 60 Garage SF Is this to create an Accessory Dwelling Unit? {!)YQN New Fireplace? QvQN , if yes how many? __ _ D Remodel: SF of affected area -----Is the area a conversion or change of use? Ov QN □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ osolar: ___ KW, ___ Modu les, MountedOoof():;round, TiltO vO N, RMA:OvQN, Battery:Qv O,J, Panel Upgrade: QY ~ D Re roof:, ____________________________________ _ D Plumbing/Mechanical/Electrical D Only: Other: PRIMARY APPLICANT PROPERTY OWNER Name:Seth Hoenig Name:Kathleen Reinders Address: PO Box 1958 Address: 1085 Chinquapin Avenue City:Cartsbad State:_c_a_, _Zip:92018 City:Cartsbad state:Ca. Zip:_92_0_0_8 __ _ Phone: 760-518-9668 Phone: -------------------Em a ii; Seth hoe n i g@g mail.com Email: -------------------- DES JG N PROFESSIONAL CONTRACTOR OF RECORD Name: _________________ Business Name:_s_e_th_H_o_e_n_ig _____________ _ Address: Address:PO Box 1958 City: _______ State:, ___ Zip:. _____ City:Carlsbad State: Ca. Zip:_9_20_1_8 ____ _ Phone: Phone: 760-518-9668 Email: Email: sethhoenig@gmail.com Architect State License; CSLB License #:607930 Class: B-1 ------- Carlsbad Business License# (Required): BLRE1205592 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with a(l City ordinan sand tate laws relating to building construction. S} / NAME (PRINT): Se{h Hoenig SIGN: ______ :::::::;:!ot--_DATE:-9'93t:2o~ '1 u, L -z_ 1635 Faraday Ave Carlsbad, CA 92008 F'h: 760·602-2719 Fax: 760-602-8558 Email:_Builrlc_'f..@\il:1, b:-1j'c'__g_,,@ REV. 07121 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION_; I herebyaffirm underpenaltyof perjury that I am licensedunderprovisionsof Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): · Qr have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _____________________________________ _ -OR- fe\1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ',:iy workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _state __ Fu_nd _________________ _ Polley No. 114a21e-2021 Expiration Date: _81_112_0_2_2 ____________ _ -OR-O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addltion the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. ~.QN~I~_1,,1_nJQ1J_J_~~QIJ'~G AGENCY, IF A_!'ff.; I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 {i) Civil Code). Lender'sName: ____________________ Lender'sAddress: ___________________ _ CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. ~&'i!O~ 5"/?/z~ NAME (PRINT): Seih Hoenig SIGNATURE:~....:..........i::..;:... __ -......,,_.:::. -~.-..,__DATE: __ , ____ (!t!;:,J Note: If the person signing above is an authorized agent for the contractor provide a letter of authOrization on COAtrailNJ' letterhead. -OR - (OPTION B}: O.WNER-BUILDER DEC,!ARAHQN, I hereby affirm that I am exempt from Contractor's License Law for the fallowing reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale ISec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR-O I, as owner of the prop,,rty, am exclusively contracting with licensed contractors to construct the project {Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 704-4 of the Business and Professions Code, is available upon request when this application is submitted or at the following Website: http:l lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating ta bujlding construction. NAME (PRINT): SIGN: _________ DATE: _____ _ Note; If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-85S8 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBR2022-1803) Application Date: 05/24/2022 Owner: KATHLEEN REINDERS Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Issue Date: 09/29/2022 Subdivision: THUM LANDS RESUB POR TCTS Status: Closed -Finaled Expiration Date: 09/05/2023 IVR Number: 40843 238 & 243 Address: 1087 CHINQUAPIN AVE CARLSBAD, CA 92008-3534 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/16/2023 02/16/2023 BLDG-17 Interior 203521-2023 Passed Lath/Drywall Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-518-9668 Seth 03/08/2023 03/08/2023 BLDG-23 205018-2023 Passed Gas/Test/Repairs Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-518-9668 Seth 05/02/2023 05/02/2023 BLDG-Final Inspection 209722-2023 Passed Wednesday, May 3, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Chris Renfro Complete Passed Yes Created Date 02/1512023 Chris Renfro Complete Passed Yes Created Date 03/07/2023 Chris Renfro Complete Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1803) Permit Type: BLDG-Residential Application Date: 05/24/2022 Owner: KATHLEEN REINDERS Work Class: Second Dwelling Unit Issue Date: 09/29/2022 Subdivision: THUM LANDS RESUB POR TCTS 238 & 243 Status: Closed -Finaled Expiration Date: 09/05/2023 Address: 1087 CHINQUAPIN AVE IVR Number: 40843 CARLSBAD, CA 92008-3534 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10,05/2022 10/05/2022 BLDG-SW-Pre-Con 193468-2022 Passed Chris Renfro Complete Checklist ltem COMMENTS Passed BLDG-Building Deficiency Yes 10/28/2022 10/28/2022 BLDG-22 Sewer/Water 195294-2022 Passed Chris Renfro Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/03(2022 11/03/2022 BLDG-11 195765-2022 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/09/2022 12/09/2022 BLDG-83 Roof Sheating, 198414-2022 Passed Chris Renfro Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 01/12/2023 01/12/2023 BLDG-84 Rough 200602-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Duels-Dampers 01/19/2023 01/19/2023 BLDG-18 Exterior 201014-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, May 3, 2023 Page 1 of2 STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Hoenig ADU 1085 Chinquapin Ave Carlsbad, CA. 92058 CBR2022-1803 1087 CHINQUAPIN AVE _) 900 SF DETACHED ADU W/ 60 SF PATIO 2061204000 8/30/2022 CBR2022-1803 5' 0" 30 ' 0" - ·- - . -· - - - OJ 0 CD ... . 0 G) ... . (j ) .. . . C -I> : - f- - - I 02 ( 1 < 1 q - - - ' . ·- ' _, ,,,-· ' ◄ [( . , . ) - q .. w q 9 0 . ►~ ~ 0 ... . G) .. . . . ~ - - - 9 I -._ , - ~ q . -- I "' - - ' : : O Z ~~ 8 0 ... . . . o- - t ~< "" O m (D - · (/ ) :: : i : 3- " .. ~ 1),) ?. ' - :, "' :r < O ~ '!3 . N 6" ur 0 0 Cf ' &l Q) (1 ) Ro o f Tr u s s La y o u t Il: : l . J . S .L S A IB . U . S S PL A C E M E N T DI A G R A M QN J . Y ~ "' ;1 1 : ?i? ° <C i ' N ~ ::, ... . . . . ,_ ... . . . . ~! ~ ~ . 1 ~ ~ ~ ! ' : ° ' ~ ~ ~ -~~ _A A C H I T I O I T T . AN O EN G I N E E R S : (1 ) 0 N :, Ba r r o n Re s St o n e Tr u s s .... .. .. _, . ·· ·· · -· .. ~ N T is , "'O ... . . 0 Gl 50 7 Jo n e s RD -- t ! i l u a s N ~ 31 3 3 4 Sa n t i a g o Ro a d Oc e a n s i d e , CA 92 0 5 8 . f " f Te m e c u l a CA 92 5 9 2 76 0 - 9 6 7 : - 6 1 7 1 I 78 0 - I H l 7 - 6 1 7 1 w N -- St o n e Tr u s s . c o m NT _U , .. . . . . . . , , 0.. - Milek® Re: 210785-Roof Hoenig ADU MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below bave been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: Kl0346560 thru K10346563 My license renewal date for the state of California is September 30, 2022. September 23,2021 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiclion(s) Identified and that the designs comply with ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Milek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlfrPI 1, Chapter 2. Job Truss Truss Type Qty Ply Hoenig ADU K10346560 210785-ROOF A01G Common Supported Gable Slone Truss, Inc., Oceanside, CA -92054, -1-0-0 6--0--0 1--0--0 1 1 Job Reference lnntional\ 8.520 s Aug 27 2021 MITek lndustnes, Inc. Wed Sep 22 17:55:17 2021 P&ge 1 I0:ISI 1 b _ WeJLuqkFVPXPaOALydv4u-I7zSFIF 1 FRyLMVHy05lg578?4zPeJ 1 XY A_ rsvkyb?ce 12-0-0 13-0-0 6-0-0 1--0--0 ' Scale = 1 :23.6 4x4 = 14 1x4 11 13 1x4 11 4•7 II 5 18 12 1x4 II 12-0-0 12-0-0 11 1x4 II 10 1x4 II 4X4 = 3x4 = Plate Offsets {X,Y}-2:0-0-12.0-1-131. 13:0-5-12.0-0-121. I4:0-5-12 0-0-121. 15:0-2-0 0-2-01. I6:0-5-12 0-0-121. [7:0-5-12 0-0-121. r0:0-0-12 0-1-131. r0:0-o-12 0-1-121 LOADING (psi) SPACING-2-0-0 CSI. DEFL. In (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 8 nlr 120 MT20 2201195 TCDL 14.0 LumberOOL 1.25 BC 0.05 Vert(CT) -0.00 8 n/r 120 BCLL 0.0 * Rep Stress Iner YES WB 0.06 Horz(CT) 0.00 8 nla n/e BCDL 10.0 Code IBC2018/TPl2014 Matrix-P Weight: 62 lb FT =20% LUMBER- TOP CHORO BOTCHORO OTHERS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING- TOPCHORO BOTCHORO Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb)· All bearings 12-0-0. Max Horz 2=53(LC 16) Mex Uplift All uplift 100 lb or less atjolnt(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joinl(s) 13, 11 except 2=353(LC 35), 8=352(LC 41 ), 12=275(LC 38), 14=386(LC 29), 10=386(LC 34) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-14=-315/203, 7-10=-315/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=B7mph; TCOL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp D; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3E) •1-0-11 to 3-4-0, Exterior(2N) 3-4-0 to 5-11-14, Comer(3R) 5-11-14 to 10-5-14, Exterior(2N) 10-5-14 to 13-0-11 zone; cenUlever left end right exposed ; end vertical left and right exposed;C-C for members end forces & MWFRS for reactions shown; Lumber OOL=1 .60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult Qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 2, 8, 13, 14, 11, 10. 10) Beveled plate or shim required to provide full bearing surface with truss chord et jolnt(s) 2, 8. 11) This truss is designed In accordance with the 2018 International Building Code sectJon 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located et all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. £ WARNING· Verly design pa'II-MO RE>-0 NOTES ON THIS /WO INCLUDED MITEK REFERENCE P~GE Ml~7473 .... 511=o SEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon pemmetens shown, and la for an lndlvfdual building component, not a trues syslem. Belon, use, lhe building designer must verify lhe appllcabHlly of design parameters end prope~y Incorporate this design Into the overall budding design. Bracintl Indicated~ ID p(8Yenl buckling of individual truss web and/or chord memben> only. Additional tempor,11y end parmanent bracing Is always raqulrod for alablllty and to pt9venl colapse with possible personal Injury and property dalTlallO, For genel'81 guidance regarding lhe fabrication, sto,age, delivery, eracllon and bracing o/ !r\1$Sas and truH systems. see ANSVTPN Qu,11ry Crlterl•, 0~9 ,nd BCS/ Building c,,m,,..,,.,,t S•r.ty lnfonn.rlon available from Truss Plele Institute, 2670 Crain Highway, Suit• 203 Waldorf, MD 20601 September 23,2021 Milek· 250 KlU{I Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Hoenig ADU K10346561 210785-ROOF A02 Common 2 1 Job Reference /ootlonal\ Stone Truss, Inc., -1-0-0 Oceanside, CA -92054, 8.520 s Aug 27 2021 MITek Industries, Inc. Wed Sep 22 17:55:22 2021 Page 1 IO:iSi1b_WejLuqkFVPXPaOALydv4u-fzmLIPJA4zadTG9woelroAslK_2r_HuHJGZdbxyb?cZ. 6-0-0 12-0-0 13-0-0 1-0-0 6-0-0 6-0-0 1-0-0 Scale = 1 :22.8 4x4 = 3 3x4 = 6-0-0 12-0-0 6-0-0 6-0-0 Plate Offsets (X Y}-[2·0-2-0 Edge] [4·0-2-0 Edge] I I I I LOADING (psf) SPACING-2-0-0 CSI. OEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.41 Vert(LL) -0.06 6-9 >999 240 MT20 220/195 TCOL 14.0 LumberOOL 1.25 BC 0.31 Vert(CT) -0.14 6-9 >999 180 BCLL 0.0 • Rep Stress Iner YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS Weight: 40 lb FT=20% LUMBER- TOP CHORO BOTCHORO WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G BRACING- TOPCHORO BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2=-56(LC 17) Max Uplift 2=-117(LC 12), 4=-117(LC 13) Max Grav 2=600(LC 1 ), 4=600(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-802/322, 3-4=-802/322 BOT CHORD 2-6=-166/671, 4-6=-166/671 WEBS 3-6=-61296 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp O; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-1-0-11 to 3-5-5, lnterior(1) 3-5-5 to 6-0-0, Exterior(2R) 6-0-0 to 10-6-0, lnterior(1) 10-6-0 to 13-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1 .60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 2=117, 4=117. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, A WARNING -Verity d .. lgn parameter• and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an lndMdual building component, not a truss syotem. Baron. use, the building designer must verify the appllcabHlly of design parameters end properly lncorporale this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevenl collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSVTPl1 Qvallty Crlt.rla, DSB--89 and SCSI Bulldlng Component s,r,,ry lnformllfon availeble from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 September 23,2021 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Hoenig ADU K10346562 210785-ROOF B01G Common Supported Gable Stone Truss, Inc., Oceanside, CA• 92054, 5-5.3 2 1 Job Reference tnntionall 8.520 s Aug 27 2021 MITek Industries, Inc. Wed Sep 22 17:55:27 2021 Page 1 ID:ISi1b_WejluqkFVPXPaOALydv4u-OwZEL7NJuVDwZ12tbBIOVEZhk?q1eXb1TYGOG9yb?cU 15-7◄ ffl 1 1!1-9-6 30-0-0 4-2-2 4-9-6 0-7◄ . Scale = 1 :53.3 3x4 II 2.5x6 11 2.5x6 11 3x4 ~ 5 62 6 763 3x4 ~ 3x7 \\ 3x7 // 5.00 [12 3x4 ~ 3x4 .:::- 3x4 ~ 3x4 ~ 3x7 \\ 1-2-8 3x7 // 3x4 ~ 3x4 -:::: 3x4 -,. 3x4 ~ 4X4 = 3x4 = 3x4 = 3x4 = 4x4 = 31 30 29 28 27 26 25 24 23 22 5x5 = 21 20 19 18 17 16 15 14 13 12 3x4 = 15-7◄ 5-:1-3 10-2-10 14-1-12 m I 19-9-6 24-6-13 30-0-0 5-:1-3 4•9-6 4-2•2 4-2-2 4-9-6 5-:1-3 Plate Offsets (X,Y}-(2:0--0-12,0-1-13], [3:0-5--0,0-1-0], (4:0-5--0,0-1-0], [5:0-5--12,0-0-12], (7:0-5-12,0-0-12]. [8:0-5-0,0·1·0), [9:0-5--0,0-1-0J, [10:0-0-12,0-1-13], [10:0-0-12 0-1-12). [20:0-2-0,0-2-41, [26:0-2-8 0-3-01, [32:0-1-4 0-0-41. [39:0-1-12 0-0-81. [41:0-1-12 0-0-81. [53:0-1-12 0-0-81. [55:0-1-12 0-0-81 LOADING (psi) SPACING• 2-0-0 CSI. OEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-31 >999 240 MT20 220/195 TCDL 14.0 LumberDOL 1.25 BC 0.05 Vert(CT) -0.01 2·31 >999 180 BCLL 0.0 • Rep Stress Iner YES WB 0.15 Horz(CT) 0.00 10 n/a n/a BCOL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 251 lb FT= 20% LUMBER· TOP CHORD BOTCHORO WEBS OTHERS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING- TOPCHORO BOTCHORO Structural wood sheathing directly applied or 6-0-0 oc purllns. Rigid celling direcUy applied or 6-0-0 oc bracing. REACTIONS. (lb)- 2X4 OF Std G All bearings 30-0-0. Max Horz 2=125(LC 12) Max Uplift All uplift 100 lb or less at]oint(s) 2, 21, 30, 13, 10 except 26=-104(LC 12), 17=-101(LC 13), 14=-148(LC 13), 22=-111(LC 12), 29=-166(LC 12) Max Grav All reactions 250 lb or less at Jolnt(s) 23, 24, 25, 27, 28, 30, 31, 20, 19, 18, 16, 15, 13, 12 except 2=375(LC 37), 26=280(LC 39), 21 =350(LC 34), 17=280(LC 43), 14=398(LC 44), 22=350(LC 31), 29=403(LC 38), 10=377(LC 45), 10=274(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 8--17=-252/91, 9-14=-365/165, 4-26=-251/102, 3-29=-369/183, 5-22=-280/71, 7-21 =-280/70 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCOL-=6.0psf; h=25ft; Cat II; Exp O; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlor(2E) -1-0-11 to 3-5--5, lnterior(1) 3-5-5 to 15--0-0. Exterior(2R) 15--0-0 to 19-9-6, lnterlor(1) 19-9-6 to 31-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and foroes & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Oetalls as applicable. or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) 2, 21 , 30, 13, 10 except 0t=lb) 26=104, 17=101, 14=148, 22=111, 29=166. 10} This truss is designed in accordance with the 2018 lntemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. A WARNING. Verify 01111gn para-. and REAi> NOTES ON TtllS ANO INCt.UOED MITEK REFERENCE PAGE Mll-7413 ,..,_ !!/lll/2020 BEFORE USE. Deaign valid for use only with MiTok® connectors. Thlt design Is baaed only upon paramete,s shown, and Is for an lndillldual building component, not a truss ayllem. Before use, the bulidlng designer must verify the sppltc&bHlty of design parameters end properly lncorporale this design Into the overall building design. ~ indicated la to prevent buckling of Individual tlUS8 web and/or chonl membenl only. AdcOOonal temporary and parmanenl blaciog Is alwaya required for atablthy and to prevent colapse with possible ~ lnju,y and property damage. For general guidance regarding the labrlcatlon, stcn,ge, delivery, eroctlon and bracing of trusses and truss syatems, see ANS/ITPl1 Quollty Crlr.rlo, DSB--a9 •nd SCSI 8ulldltlf1 Component S•fltty lnformo1lon available from Truas Plate Institute. 2670 Cnlin Highway, Suite 203 Waldol'f, MD 20601 September 23,2021 Milek· 250 Klug Circle Corona, CA 92.880 11 1., :! Job Truss Truss Type Qty Ply Hoenig ADU 21.0785-ROOF B02 K10346563 Common 14 1 Job Reference (optional) s ton T e russ, Inc., -Oceanside, CA 92054, 6-6-0 12-4-4 8.520 s Aug 27 2021 M1Tek Industries, Inc. Wed Sep 22 17:55:30 2021 Page 1 ID:iSi1b_WejLuqkFVPXPaQALydv4u-QVFN_8PBBQbVQVnSGJRJ7sB7DCdQmlT9WV2tUyb?cR 6-6-0 5-10-4 12~0 15-0-0 -12 2-6-0 I 17-6-0 17-7[12 23-6-0 I 30-0-0 r.1;?j, 2-6-0 0-1-12 5-10-4 6-6-0 1-0--0 4x4 = 5 26 3x7 = 2x4 II 4x8 = 6x10 = 2x4 11 6-6-0 12-4-4 17-6-0 23-6-0 30-0-0 6-6-0 5-10-4 5-1-12 5-10-4 6-6-0 Plate Offsets CX Y}-I ' I I I [8·0-8-2 0-0-121 [11 ·0-4-8 0-3-0] [12·0-1-8 0-1-12] LOADING (psi) SPACING• 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.25 12-13 >999 240 MT20 TCDL 14.0 LumberDOL 1.25 BC 0.90 Vert(CT) -0.56 12-13 >646 180 BCLL 0.0 • Rep Stress Iner YES WB 0.61 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS Attic -0.16 11-12 406 360 Weight 139 lb LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1 &Bir G BRACING- TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied. Rigid ceiling directly applied. 2X4 OF Std G •except• 4-6,6-11 ,4-12: 2X4 OF No.1&Btr G REACTIONS. (size) 2=0-5-8, 8=0-5-8 Max Horz 2= 129(LC 12) Max Uplif1 2=-135(LC 12), B=-134(LC 13) Max Grav 2=1520(LC 2). 8=1522(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3210/175, 3-4=-2624/117, 4-5=-556/50, 5-6=-557/49, 6-7=-2644/114, BOT CHORD WEBS NOTES- 7-8=-3215/175 2-13=-201/2924, 12-13=-201/2924, 11-12=0/2358, 10-11=-73/2928, 8-10=-73/2928 4-14=--2011/128, 6-14=-2011/128, 6-11 =0/651 , 7-11 =-835/315, 7-10=0/255, 4-12=0/647, 3-12=-846/311, 3-13=0/260 1) Unbalanced roof live loads have been considered for this design. 1 Brace at Jt(s): 14 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp D; Enclosed; MWFRS (envelope) gable end zone and C-C Extarior(2E)-1-0-11 to 3-5-5, ln1erior(1) 3-5-510 15-0-0, Ex1erior(2R) 15-0-0 to 19-6-0, lnterior(1) 19-6-0 to 31-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) 200.0lb AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-14, 6-14 7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (0.0 psi) applied only to room. 11-12 8) A plate rating reduction of 20% has been applied for the green lumbar members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=135, 8=134. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheatrock be applied directly to the bottom chord. Scale= 1:51 .7 3x7 = GRIP 220/195 FT=20% 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. September 23,2021 £ WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameter.; shown, end is for an lndivfdual building component, not a truss system. aefore use. the building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addiliooal temporary and pennanent bracing Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, eltlction and bracing or trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and flCSI flulldln9 Component Stfely lnfonnatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldor1, MO 20601 Milek' 250 Klug Circle Corooa, CA 92880 ·Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation. locate plates 0-~,e" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSlrTPl1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C2-J D WEBS a:: a 0 a:: I 0 0 I a.. u 0 Cl. t-0 C6-7 I- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiT ek® All Rights Reserved Milek Milek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tighUy against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord With ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use With fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (fron~ back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly stated. CORNER RAFTER 8'-0" SETBACK Ml I/SAC -9 -8S8 20-14-2 7/17/2014 PAGE 1 @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 NO.1 & BTR DF-L-GR LOADING (PSF) L D 3-0-0 BOT CHORD:2X4 NO.1 & BTR DF-L-GR STA. INC.: LUMB = 1.25 PLATE = 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 8'-0" SETBACK 12 2.83"-5.66 ~ XTENSIO.,._ ___ __.,...... SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. M X 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x1 O splice plates may be replaced with 22" 2x4 DF No.2 or btr. scab o one lace with.131 x3 min. nails @ 3" o.c. 2 rows MITek Industries, Inc. Western Division SUPPORT 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R= 326 + OH. LENGTH OF HEEL PLATE ~ (MIN. 4") 11-3-12 A W.llRNING -V•rlfll dHtgn P"'amet.tro and .Rl!AD NOTBS ON THIS AND INCUIDED lllTJUC RI£F£RENCB PAGE JW. 7473 BJ!.FORE UBB. Design valid for use only with MiTek conneclors. This design Is based only upon poromelers shown, and is lor on individual building component. Appllcabilty of design poramenters and proper lncorporolion of componenl Is responsibility of building designer -not truss designer. B,ocing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during constructton ~ the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtleno, DSB,89 and BCSII BuMdlng Component Safety lnformatton available from Truss Plate Institute. 583 D'OnoMo Drive. Madison. WI 537 I 9. 07/05/2018 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 9561 DETAIL FOR COMMON AND END JACKS MII/COR -8 ~20psf 7/9/2015 PAGE1 --® Ml'J( LOAOING (psi) TCLL 20.0 TCOL 16.0 SPACING Plates Increase Lumber Increase Rep Stress Iner 2.().0 1.25 1.25 YES BRACING TOP CHORD Sheathed. MITek Industries. Inc. Corona ca. BCLL 0.0 BCOL 10.0 BOT CHORD Rigid cefling directly applied. LENGTR OF EXTENSrON MINIMUM LUMBER SIZE ANO GRADE TOP CHORD 2 x 4 DF-L No.1 &BTR BOT CHORD 2 x 4 DF-L No.1 &BTR AS DESIGN REQ'D 20 '-0" MAX -2.0-0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12~4/12 SPUCE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAIL$@3" O.C, 2 ROWS 6-0-0 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACINGe:: 24" O.C. SUPPORT ANO CONNECTION BY OTHERS OR 2-1&! COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED / @ 4'·0" O.C. ALONG THE EXTENSION OF TOP CHORD CONN. W/3 18d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS M-3x3 tllT, 2-0-0 4-0-CI I CONH. W/2 16d COMMON WIRE (0.1 6-0-0 El<T, 2-0-0 a-o-o txT, 2-0-0 EXT. 2-0-0 CONN WfJ 16d CO ON WIRE (0.162"01A. X 3,5" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'·0" OR A BEARING B1.0CK. CO N. Wf2 16d COMMON WIRE(0.182"DIA. X 3.51 LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKINGINFO. 8-0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A, i41r • V,tifl/,olcd/p> ,,,.,-0 In A>Hf U...U, !«YIM OH nl1l!I ANf) ~ Ul)aD IIITIJ,C J!.l!FtufENCl/l l'AClBMl1,7f7J IJlln>JU: UBll. Oesign ·~ 101' USO only"'11h MilAk C'QMeCfOII, 11111 d n Is based only upon poramer .. "'10Wfl. ond It 101' on lndMduol bufldng c:o,,,po11enl. N>PlieobilllY ol design pommenlon and proper~crp01'01lan ol componenr II retporui . IV ol bulldlng designer-nor l,vu de lgner. Brodng SIIOWn It for IOloral iuppcr1 DI r,dlwktJal w .. b mllfflberl only. Addllfonol lernpan,,y bradng lo lrmlre IIObmy dut!Ni-con,lrucllon ii Ille re,pon;ibllllty ol th., .,,eclct. /\ddillollal permon1>nl broclng al .,. overoll tlrvcl'-'e Is ll1•~1y ol lhe buid!ng ~. lorgen,IIQI QU!dance rego,dwlg rabtlcollon, quafily c:onlrol, storcg,e. d-.,Y. !l<OCflon and bracing, i:o,,wll -"NSl/lf'l1 Quality 0,11.110, DSl49 and IC11 I lulldfng Component SOieiy ll\la;molon QYOilob[• lrom IMI Plale 1rt,lltule, 583 O'Onolrio Orlvo. Madison. W1 53719. 2SOKl,gCln:19 Corona, CL 82879 07/05/2018 MITekj ~UGUST 1, 2016 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 [VJ[][]® == == OJ UJ□ MiTek USA, Inc. VALLEY RAFTERS ( SEE NOTE #2) RIDGE BOARD ( SEE NOTE #6 ) PLAN DRAWING POST MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS TYPICAL (24"0 .C.) POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. ( SEE NOTE #8) --~ GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD ANO WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE ENO, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3) 10d (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3) 16d (0.131' X 3.5') TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131 ' X 3.5') TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X3.5') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2 ) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 1 Od (0.131" X 3") NAILS 6' O.C .. 07/05/2018 JANUARY 6, 2017 Standard Gable End Detail MII-GE110-001 MiTek USA, Inc. Page 1 of 2 Typical _x4 L-Brace Nailed To CVJ□El ® == == 2x_ Verticals W/10d Nalls spaced s· o.c. Vertical Stud woo Milek USA, Inc. [ID A IIITelc AltMlate DIAGONAL BRACE 4'--0' O.C. MAX SECTION 8-8 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Varies to Common Truss (2) • 10d Nalls Into 2x6 SECTION A-A DIAGONAL BRACE 2x6 Stud or ......_ 2x4 No.2 of better \ ,._________ Typical Horizontal Brace Nailed To 2x Verticals w/(4)·10d NaTis 2x4 Stud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) • 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) • 10d NAILS. * -Diagonal Bracing Refer to Section A-A NOTE: * * • L-Braclng Refer to Section B-B 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1X4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THfS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAfLS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131 " X 3.5") Minimum Stud Without 1x4 Stud Size Spacing Brace L-Brace 2x4 DIAGONAL L-Brace BRACE Species Maximum Stud Length and Grade 2x4 OF/SPF Std/Stud 12" o.c. 4-6·3 5-0-7 7-1 -7 9-0-5 2X4 OF/SPF Std/Stud 16" o.c. 4-1-3 4-4-5 6-2·0 8-2-7 2x4 OF/SPF Std/Stud 24"0.C. 3-5-8 3-6-11 5-0-7 6-10-15 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d naifs 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT • 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH 2 DIAGONAL BRACES AT 1/3 POINTS 13-6-8 12-3-10 10-4-7 (4) • 8d (0.131" X 2.5") NAILS MINIMUM, PL YWOO SHEATHING TO 2x4 STD OF/SPF BLOCK s@24" o.c. ~--HORIZONTAL BRACE ~---(SEE SECTION A-A) 07/05/2018 ASCE 7-10 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. , AUGUST 1, 2016 [VJ[][]® == == rn no MiTek USA, Inc. ~[ID A MITolc ANlllate STANDARD PIGGYBACK TRUSS CONNECTION DETAIL A· PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN W 1TH (2) (0.131" X 3.5') TOE-NAILED. B -BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C • PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5') NAILS EACH. D -2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF MII-PIGGY-7-10 Milek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT ~ 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERE,.,_----+!1-.-----'1------1..,,_-'H'-----~..i--,:... ON INTERSECTION, WITH (2) ROWS OF (0.131' X3") NAILS@4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 1211. E -FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 3XB 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) (0.131" X 1.5') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE DA OVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. WI (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to SCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1 .15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. 07/05/2018 OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 ' A FALSE BOTTOM CHORD I II I CB [VJ□□ M1Tek USA, Inc. Page 1 of 1 == == woo MiTek USA, Inc. ~ A MITek Attfllate VERTICAL STUDS@ 48" O.C .. ATTACHED WITH ( 3) -10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY A TT ACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL= 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. 07/05/2018 TIMBER PRODUCTS We Deliver ConVidence. « December 4, 2019 Stone Truss Inc. 507 Jones Road Oceanside, CA 92058 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Stone Truss Inc., is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the regfstered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection 7~ Patrick C. Edwards, P.E. Director of Engineering PO Box 919 1641 Sigman Road Conyers GA 30012 770-922-8000 www.tpinspection.com with offices in Duluth MN, Trussville AL, Vancouver WA, Langley BC Canada IN, THITIUl1ti.J) ________________ ,,.--_ P.O. Box 1195 Lakeside, California 92040 (619) 443--0060 August 29, 2022 Seth Hoenig 2714 Madison Street Carlsbad, California 92008 SUBJECT: File No. 1106F7-22 Dear Mr. Hoenig: Foundation Plan Set Review Proposed Residential Building Site 1085 Chinquapin Avenue City of Carlsbad We have reviewed the structural plan set, dated September 25, 2018 prepared by Carothe~- Drafting for the proposed three story addition to the existing single family residence and fin" II\ that from a geotechnical perspective; the foundation plan conforms to the required minimum'-' specifications in our Site Inspection, dated July 12, 2022, based on the as-graded conditions per the recommendations in our report. A representative of this company must be present to test and observe during the grading operation and inspect the foundation excavations prior to placement of forms and reinforcing steel to ensure that adequate depth has been achieved into the structural fill soils. Our recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Chin C. Chen RPE C3444 CCC/mlj July 12, 2022 Seth Hoenig CBR2022-1803 1087 CHINQUAPIN AVE 9DD SF DETACHED ADU WI 60 SF PATIO 2061204000 8/30/2022 CBR2022-1803 2 714 Madison Street Carlsbad, California 92008 SUBJECT: File No. 1106F7~22 SITE INSPECTION Dear Mr. Hoenig: SCOPE Proposed Residential Building Site 1085 Chinquapin Avenue City of Carlsbad P.O. Box 1195 Lakeside, California 92040 (619) 443-0060 In accordance with your request, a Site Inspection has been performed at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed single family residence. If project details vary significantly from those described, Soil Testers should be notified prior to final submittal for revision and possible revision of the recommendations presented herein This report is issued with the understanding that it is the responsibility of the owner or the owner's representative to ensure that the infonnation and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and texturally classified the surface and near surface soils. Representative samples of the on-site soils were obtained from a test 1 Seth Hoenig File No. l 106F7-22 July 12, 2022 exploration approximately 4 feet in depth and tested for density, shear strength and expansive characteristics. SITE CONDITIONS The subject site is located at the southwest comer of Chinquapin Avenue and Adams Street. The property is relatively level and currently occupied by a single family residence and a detached garage. Neighboring properties are occupied by single and multi-family residential structures. Freeway 5 is to the west and the inlet Agua Hedionda to the south. Fill materials were not encountered during the course of this inspection. SOIL CONDITIONS Soils encountered in the test explorations are fill soils consisting of dense, light brown, silty sands with light clay binder to approximately 3 feet in depth underlain by dense, , light brown, silty sands with light clay binder to the bottom of the exploration approximately 4 feet in depth. The soils we encountered were not considered to be detrimentally expansive with respect to change in volume with change in moisture content. CONCLUSIONS AND RECOMMENDATIONS I. A representative sample of the foundation soil was remolded to 90% of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot for 12 inch deep footings may be used in designing the foundations and slab for the proposed structures. This value may be increased by one third for wind and/or seismic loading. This value may be increased by 20 percent for each additional foot of depth and or width to a maximum of3 times the designated value. Maximum Dry Density Optimum Moisture 130.8 pcf 10.9% 2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure may be increased by 1/3 for wind and seismic loading. 3. The soils we encountered were considered to be Low-Expansive Index (EI), (with the valve ranging from 21-50) with respect to change in volume along with change 2 Seth Hoenig File No. l 106F7-22 July 12, 2022 in moisture content. For the remaining indexes: Low (EI=21-50), medium (EI=Sl- 90), high (EI=9 l-130), and very high (EI> 130) 4. The seismic parameters for the site coordinates 33.15096°N, 117.3329°W for assumed Site Class D are as follows: • Ss = 1.059 g • S1 = 0.384 g Sm, = 1.271 g Sm1 = null Sds = 0.847 g Sd1 = null 5. The existing fill soils we encountered should not be utilized to support the proposed single family residence. They should be removed and recompacted to at least 90 percent of maximum dry density in accordance with the Grading Specifications in this report in order to provide adequate support for the proposed new structures. Anticipated depth of recompaction is approximately 3 feet. The recompaction should extend at least five feet outside the proposed building footprints. Organic materials and roots must be removed from the soils before replacement. A representative of this firm should be scheduled during the grading operation for testing and observation. 6. Conventional spread footings founded a minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 inches for continuous footings and 24 inches for square footings due to practical considerations as well as Building Code requirements. These recommendations are based entirely upon the soil types and do not take into consideration the requirements of the proposed structure. 7. Reinforcing in footings should consist of at least one #4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. Reinforcing for isolated footings is dictated by the structural requirements. These recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. 8. Concrete Slab-On-Grade, SOG for the garages, should be designed by the project's structural engineer based on anticipated loading conditions. We recommend that conventional reinforced concrete SOG for this project be founded on 4 inches of Class II Virgin Aggregate Base (with approximately 2% +/-over optimum moisture content and 90% compaction, relative to the lab maximum dry density, ASTM D 1557), overlying a 12 inch thick zone of adequately placed and compacted structural fill. In lieu of Class II Base, an additional 2 inches of clean moist sand may be used. 3 Seth Hoenig File No. l 106F7-22 July 12, 2022 We recommend that a moisture barrier be provided by a membrane, visqueen 10 mils in minimum thickness or equivalent, be placed at top of well compacted Class II Aggregate Base, then covered with 2 inches of moist clean sand having a minimum sand equivalent of 30 when tested in accordance with the American Society of Testing and Materials test method 'ASTM D2419. Floor slabs, as a minimum, should be 5 inches thick with #4 reinforcing steel at 16" on-center each way. Reinforcement should be placed at mid-height of the slab. The final slab thickness and reinforcement should be determined by the structural design engineer. Control joints should be provided in accordance with the recommendations of the structural design engineer. SITE EROSION CONTROL During the construction, surface water should be controlled via berms, gravel bags and/or sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best management Practices (BMP's) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. SITE AND SURFACE DRAINAGE Drainage at the site should be directed away from foundations, collected and tight lined to appropriate discharge points. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. The type of drainage issues found within the project and materials specified and used should be determined by the Engineer of Record. GROUNDWATER AND SURFACE WATERS There was no indication of a near-surface groundwater table within our exploratory trench or perched groundwater. Although groundwater is not expected to be a significant constraint to the proposed development, our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water 4 Seth Hoenig File No. l 106F7-22 July 12, 2022 infiltration results from landscape irrigation or unusually heavy prec1p1tation. It is anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. The type of drainage issues found within the project and materials specified and used should be determined by the Civil Engineer. The type of plants and soil specified along with proper irrigation used should be determined by the Landscape Architect. The following grading specifications should be utilized if grading is proposed. RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site 1085 Chinquapin Avenue City of Carlsbad GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any jurisdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the engineer to either stop construction until the conditions are corrected or recommend rejection of the work. Refusal to comply with these specifications or the recommendations and/or interpretations of the engineer will be cause for the engineer and/or his representative to immediately terminate his services. A pre-construction meeting or conference with the developer, contractor, civil engineer, soil engineer, and the agency inspector in attendance should be held at the site prior to the beginning of the grading operations. Special soil handling requirements can be discussed at that time. Grading of the site should commence with the removal of all vegetation and existing improvements from the area to be graded. Deleterious material and debris such as broken asphalt and concrete, underground pipe materials, wires, trash, etc. if encountered, should be exported from the site and should not be mixed with the fill soils. Abandoned foundations and buried septic tanks or cisterns (if encountered) should be removed and the subsequent depressions and /or trenches should be filled with properly compacted materials as part of the remedial grading. 5 Seth Hoenig File No. l 106F7-22 July 12, 2022 All fill and backfill soils should be placed in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water content of one to three percent above optimum moisture content, and compacted to at least 90 percent relative compaction, as determined by ASTM Test Method D 1557-00. The excavation bottom should then be scarified to a depth of approximately 6 to 8 inches, moisture-conditioned to 1 to 3 percent above optimum moisture content, and re- compacted to a minimum relative compaction of 90 percent in accordance with ASTM D 1556 or D6938-l 7.ael. Excavated sandy or clayey soils should then be uniformly moisture conditioned at above optimum moisture content, placed in 8-inch-thick loose layers and compacted to a relative compaction of at least 90 percent. Import fill soil, if required, should consist of granular materials with low expansion potential (EI less than 50 or stated by the soil engineer) and should be compacted as indicated herein. Soil Testers should be notified of the import source and should perform laboratory testing of the soil prior to its arrival at the site to determine its suitability as fill material. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the engineer. SOIL TEST METHODS: Maximum Density & Opt Moisture Density of Soil In-Place --ASTM Dl557-70 --ASTM Dl556, and D6938-l 7ael Soil Expansion Shear Strength Gradation & Grain Size Capillary Moisture Tension Organic Content --UBC STANDARD 29-2 --ASTM D3080-72 --ASTM DI 140-71 --ASTM D2325-68 --% Weight loss after heating for 24 hours at 300° F and after deducting soil moisture. LIMITING SOIL CONDITIONS: Minimum Compaction Expansive Soils Insufficient fines Oversized Particles 90% for · disturbed' soils. (Existing fill, newly placed fill, plowed ground, etc.) 84% for natural, undisturbed soils. 95% for pavement subgrade within 2' of finish grade and pavement base course. Expansion index exceeding 20 Less than 40% passing the #4 sieve. Rocks over 6" in diameter. 6 Seth Hoenig File No. 1106F7-22 July 12, 2022 PREPARATION OF AREAS TO RECEIVE FILL: Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be stepped uphill with benches 1 O' or greater in width. Scarify area to receive fill to 6" depth and compact. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be compacted and tested. SUBDRAINS shall be installed if required by and as directed by and detailed by the engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter rock in a 'vee' ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: 3/4" %Passing: 90-100 #4 25-50 #30 5-20 #200 0-7 Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity and shall be tested by dye flushing before acceptance. Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used, the cap should be compacted, non-expansive, select soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non-expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation exceeding 90% before any construction supported by the compacted cap. The non-expansive soil comprising the cap should conform to the following: Minimum Compaction Maximum Expansion Index Minimum Angle oflnternal Friction Cohesion Intercept 90% 30 33 Deg 100 psf UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the engineer to issue an 7 Seth Hoenig File No. ! 106F7-22 July 12, 2022 unfavorable report concerning the work that he has been hired to test and inspect, the engineer shall not be held liable for any damages that might result from his 'unfavorable report'. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Plate I and Detail I are part of this report. Respectfully submitted, CCC/mlj 8 LOCATION OF EXPLORATION TRENCHES NO SCALE wil EXPLORATION TRENCH PLATE I JOB NO. 1106F7-22 BY JJ DATE 7-14-22 . z CX) -~ J: Ii: w C (!) • z ~ 0 I.I.. I.. PER PLAN .. I . . C> •• ... =-: SCARIFY, MOISTURIZEAND -= ===-COMPACT 12" ZONE OF -=-== -=-=-= STRUCTURAL FILL :-=-=- NON-GRADED LOT * LOWEST ADJACENT GRADE OF STRUCTURAL FILL OR COMPACTED BASE . z CX) -~ C ____________ _ ~ ============= ::> -_-_________ _ ~ ============= ~ =-=-=-=-=-=-= J: ~-----------1-~-=-=-=-=-=- ~ •-=========== C =-=-=-=-=-=-= (!) -=-=-=-=-=-=- C> -=-=-=-STRUCTURAL FILL -=-=-= . --------------z =-=-=-=-=-=-= lJ. • . ". --------------1--------• .. ___________________________ _ 0 =--=--= --= --=--= --= .•.. ~-.. -=========================== IJ..o _____________ . . . -------------- ============= : ti' · , : l!A0 ' • ,' b. =-=-=-=-=-=-=-=-=-=-=-=-=-= -------· . .. -------------I • PER PLAN • I GRADED LOT 5" SLAB 2"T04" SAND 4" TO 6" VIRGIN CLASS II BASE 5• SLAB 2" T04" SAND 4" TO 6" VIRGIN CLASS II BASE * * LOWEST ADJACENT GRADE OF OUTSIDE GRADE OR COMPACTED BASE/INSIDE GRADE NO SCALE SLAB AND FOOTING DETAILS DETAIL 1 (cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: CBR2022-1803 Proiect Address: 1087 CHINQUAPIN AVE ------------------- Assessor's Parcel#: 2061204000 Project Applicant: KATHLEEN REINDERS -------------------( O w n er Name) Residential Square Feet: New/Additions: Second DwellinQ Unit: 900 ------------------- Commercial Square Feet: New/Additions: City Certification:City of Carlsbad Building Division Date: 09/19/2022 Certification of ApplicanUOwners. The person executing this declaration ("Owner'') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person 0 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja {By Appt.only) 0 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district{s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Si~nature of Authorized School District Official:'\),.,__ jS ,1-l c, ::, '-s. ,~ ::,., ( • 1,\-\. , ~ .., ,l .__tJb . . . ( C (--:-, . ..._ ,r, \:-+' \ v ...., '-..(_ l\ c . . . . Title: .,.-:>:-.,.__et ,., 1 ~ \~CS!A~ ~)F&o SCHOOL DISTRICT Date: / -,+ <; -,}(}➔ ',)_ Name of School District: 6225 EL CAMINO REAL Phone: iJ lt (~ 3 ~3 / -s. a y _\ CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SKALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE All EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PE CENT ( 40%) SILT AND 011-IER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINm 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFfCATE: I UNDERSTAND ANO ACKNOl'vlEOGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSlRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSlRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. S e_.Jl.__ H 04,t ~ ~ SIGNA1\JRE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB SW Erosion Control Sediment Control BMPs Trackin-g Non-Storm Water Waste Managemenl and M.a!erials BMPs Con1rol 8MPs ManageMenl BMPs Pollution Control BMPs C " C .2 -;;: "' .2 .2 0 E "O C M 15 ] ~ " "' "' § ., "O a " f ·~ E § " E " 'o >. :g, ::, "' ~ "' ., ;; ~ ~ l " " O' Co, a. to ·"' <;' C, 0-~ :'! 0 ·;:: C ~ w Best Management Practice• , ,'<l ,<:: Oo 0 ID a. a 0., C i > 0 cc, -" ~Jj ~ t= ~ ., C '-' :,, '-' "'"' -:;' ~ 5l ::;, " o,c (BMP) Description ➔ M u -~ ., "' O' ID O' a, '6 C §"' ;,: 0 ::, ., -., " :, =,QJ a ;< C ~o ,;,W ,, >. CC 0 ., > ~E ~ ~ C D 0 a, V, •-8' Cl:;:: ]~ 0" "o "' e_ ::, □,;,, □ " ,,, • E ~" u .r~ " <L> C ~ g' ~ ·a. ;,: g. 0 " "-J; ~ .; -~ 'i5 E g =-= s-t'-8 :g u·c -" CL 2 ,, ::5£ u ]g :0 ~ ~g .!l:o g ~~ "O 0 ~ 0 ~o a. "O ~ ., i; " ~a 0"' -o ~~ ~~ 0 =c i o~ 0 en ., = 0 0 Wet (n.,£ i(L 0 "-vi "-0 O 0 '-" """' "' "' '-' .;: "'> "' V)"' CLO CL >O "'"' ::, U'lU <ll::!, CASQA Desrgnatron ➔ r--"' <7> -,.., " "' <O r--"' 0 N .,., r--"' -N ,.., ... "' r I I 'T 'T I I I r I ' ' ' I 'T I I I r I I I I ::: ~ ::: ~ uJ uJ uJ w w w uJ "' I',' g: VJ VJ U') U') i i i ::, ::, Construction Activity "' "' (/) U'l "' <.fl (/) (/] z z z z ;,: ;,: ./ Grading/Soil Disturbance r--.... v' T,enchinq/Excovation 1-V Stockoilino Drillino/Borino Concrete/Asphalt Sawcuttina Concrete Flolwork Povi-nQ Conduit/Pioe Installation Stucco/Mor\or Work "V Waste Disoosol ·v r--..,..- Stoqinq/Loy Down Area [auiDment Mointemmce and Fuelrno Hazardous Substance Use /Storaoe Dewaterino Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of oil opplicoble construction activity (first column) expected lo occur during construction. 2. Locoted olong the top of the BMP Tobie is o lit! of BMP's with it's corresponding California Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity cow intersects with the BMP column. 3. Refer to the GASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project PROJECT INFORMATlON " "' !] ~E 0., c'"' 2~ 0" I:::E "' I ::, "' SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Site Address:i o91 c..t.x ·aHj. i:.-y> llil A ;,.;e,... Assessor's Parcel Number: ZOb-/ Z.i:' -'1 (; -.:: () Emergency Contact: , I \ _ . Nome: s e..~\.. [-ff-'G·vl ' .s. 24 flour Phon;1 bo--SiB -Cf /;I:;~ Construction Threat to Storm Water Quality (Check Box) □ MEDIUM Jgl_LOW <U "' o- "' ii; " E -., e"' "0 Cc:; oo <.>:::E co I ::, "' Page 1 of 1 REV 02/16 (city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 D_P.velo_pment _S_ervin~s Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. ~ NOTE: The following type of permits are not required to fill out this form ❖ Patio l ❖ Decks ❖ PME (w/o panel upgrade) I ❖ Poof Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor famM11' r h Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater , certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examine Algreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required ~nance, check N/A and provide an explanation or code section describing the exception. I-- Details on CAP ordinance requirements are available at each section by clicking on the municipal code li11k p llJed. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Enlfl!IY'\Ode and Green Code sections. '-' .::..[:::;~ -'-• ; ' ' • • ' ' ----~ ~-. ,,_.., -c,~ ~~. "/ .~ • A ~ /, ~ • ~ ' ..:-" • ...,.,,\r,,.,.al~.i;..~w. ~ 41'1_1.:..~c+u .'-~ s: --<'-r.,,,._ 'c,.jr1i1,.',!-4 .;,,.v .... i;l,~:C.i_;t~•4 j,"a;LJ.--. ;~ .. ,,.,N,,-_~.~ c'i, , • • I-=---T ' r r,.Y Project Name/Building Permit No.: I<-e.'q11<!e.rs ~1> u BP No.: B -cg R.202.2-1 &)> Property Address/APN: Applicant Name/Co.: /0~1 ct.-t~t'\~Vo..p~(\ Av~ve.. I Z.ob-1-z.o-O'i-00 Applicant Address: Contact Phone: Contact information of person completing this checklist (if different than above): Name: Company name/address: 7 Applicant Signature: .Lm-if S B-50 Contact Phone: Contact Email: Date: <t:,/ 'Z. -z..../ZL>z..2- Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet Building Permit Valuation (BPV) $ breakdown J/> I ] S: tnJ1) . tJV 'if;i;~\{¥'•::t;;;, {,iaS ,,,._,,.:;c'(-':'_•_._.,,,;,."[~,11:. }W••&tt6i; --~¥:t<;-~>s,-:;~ft51~P ;~~~~~~~~~~~,iff;,::i._-_. E,. Residential icl, New construction D Additions and alterations: □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 D Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1,000,000 D ~ 2,000 sq. ft. new roof addition 1. Energy Efficiency A high--rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A\ 3A*, 18, 2B, *Includes detached, newly constructed ADU 4A", 3B,4A NfA NfA All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B,4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 2B, 3B, 48 and 5 j 1B, 5 1B,28,5 Building alterations of~ 75% existing gross floor area 2B, 5 1 B also applies if BPV ~ $200,000 Please refer to Carlsbad Municipal Code (CMC) 1821.155 and 18.30.190,and the Ceflfomia Green Blilding Standards Code (CAL.Green) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialaddltionoralterationi?:$60,000buildingpennitvaluation. D N/A __ ~------- DetailsofselectionchosenbelowmustbeplacedontheplansreferencingCMC □ Exception: Home energy score.:?: 7 18.30.190. (attach certification) Year Built Single-family Requirements Mufti-family Requirements D Before 1978 Select one option: □ Ductsealing □ Attic insulation □Coolroof □ Attic insulation D 1978 andlater Select one option: O Lighting package D Water heating Package D Between1978and1991 Select one option: D Ductsealing D Attic insulation □Coolroof □ 1992 andlater Select one option: □ Lighting package D Water heating package Updated 4/16/2021 3 B. D Nonresidential* new construction or alterations i!: $200,000 building pennit valuation, or additionsi!: 1,000squarefeet.SeeCMC 18.21.155and CALGreen Appendix AS □ N/A AS.203.1.1 Choose one: 0.1 Outdoorligh1ing □ .2 Restaurant service water heating (CEC 140.5) □ .3Warehousedock.sealdoors. D.4DaylightdesignPAFs D.5Exhaustairheatrecovery □ N/A AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical} □ .90 Energy budget (Projects with indoorlighting AND mechanical) □ N/ A AS.211.1'* D On-site renewable energy: D N/A AS.211.3* □ Green power. (If offered by local utility provider, 50% minimum renewable sources) □ N/A A5.212.1 □ Elevators and escalators: (Projectwith more than one elevator or two escalators) D N/A AS.213.1 □Steelframing: (Provide details on plans for options 1-4 chosen) --------- D NIA ________ _ • Includes hotels/motels and high-rise residential buildings " Foralterations~ $1,000,000 BPVandaffecting > 75%existinggrossfloorarea, OR alterationsthatadd 2, ODO square feet of newroofaddmon: comply with CMC 18.30.130 (section2B below) instead. 2. Photovoltaic Systems A. ,18! Residential new construction (for low-rise residential building permit applications submitted after 111120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) 100 Qi I i,t.r,s Total System Size: {.bb? kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Fonnula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ 0 D D B. D Nonresidential new construction or alterations ~1,000,000 BPV AND affecting ?:75% existing floor area, OR addition that increases roof area by ia:,000 square faet Please refer to CMC 18.30.130 when completing this section. "Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □ If< 1 0,0O0s.f. Enter: 5 kW de Min. System Size: D If 2: 10,000s.f. calculate: 15 kW de x (GFA/10,000} ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time~ Dependent Valuation Method AnnualTDVEnergyuse:""* _______ x .80= Min. system size:. ______ kWdc *"" Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. J8 Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. ,! For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) ,M.Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction D .15 solar savings fraction. plus drain water heat recovery □ Exception: B. D Nonresidentlal new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar~thermal D Photovoltaics D Recovered energy □ Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy~related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging A 'S Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. l(One and two-family residential dwelling or townhouse with attached garage: ~One EVSE Ready parking space required □ Exception : ____________ _ □ Multi-familyresidential: □Exception: ____________ _ Total Parking Spaces EVSE Spaces Proposed EVSE ( 10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" • Major alterations are: ( 1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more w~hout attached garages), alterations have a building permit valuation~ $200,000, interlorfinishes are removed and significant site work and upgrades to structural and mechanical,electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1} The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. 0 Nonresidential new construction (includes hotels/motels} D Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 D 76-100 9 5 D 101-150 12 6 □ 151-200 17 9 □ 201 andover 1 0 percent of total 50 percent of Required EV Spaces Calculations: Total EVSEspaces= .10xTotal parking spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/2021 6 5. □Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourpennitrequiresa TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit detaHs. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Emp ADTfor first 1,000 s.f. Emp ADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 1(1h£dition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample calcylatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. {8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and u erstand th tan approved TDM plan is a condition of permit issuance. I ApplicantSignature: . .....c;......_._...~_;:............,,_"'_:■-,__ -_-~..--.... _______ Date: ~ /ZL-,_ 2.bZ...1- Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number:. ____ _ Email Address: ------------------- Updated 4/16/2021 7 (City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Bultding Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for vour project. !Ft.AP MEASURES ARE APPUCAEIL[, IMPRINT T~IS WMPLHEO FORM ONTO l>ROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: □ves f;'8lNo Complies with CMC 18.30.190 & 18.21.155 Oves ON/A Existing Structure, year built: ____ _ Prepared Energy Audit? Oves D No Energy Score:-----~ Efficiency Measures Included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: ~YES □NO Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 ~Yes ON/A Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: Required Provided __ /,97 l<W 6G- Oves ~No Total calculated electrical load: 80%ofload: Hardship Requested Hardship Approved Oves ~ □Yes □No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: ~ YES □ NO 4. Complies with CMC sections 18.30.150 and 18.30.1707 Oves ON/A Alternative Source: )l' Electric □ Passive Solar Hardship Requested Hardship Approved Oves 0No □Yes □ No ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: Oves 0No Complies with CMC section 18.21.1407 Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved ~Yes ON/A ~Yes 0No Required Provided Oves QNo oves □No 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES 1:81. NO Compliant? 0ves0No TOM Report on file with city"? 0 Yes O No Building Permit Finaled Revision Permit Print Date: 05/03/2023 Job Address: 1087 CHINQUAPIN AVE, CARLSBAD, CA 92008-3534 Permit No: Status: {Cityof Carlsbad PREV2022-0121 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 2061204000 Track #: Valuation: $0.00 Lot#: Occupancy Group: R-3 #of Dwelling Units: O Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: No Project Title: Project#: Plan#: Construction Type:V-B Orig. Plan Check#: CBR2022-1803 Plan Check#: Applied: 10/13/2022 Issued: 03/14/2023 Finaled Close Out: 05/03/2023 Final Inspection: INSPECTOR: Description: 1087 CHINQUAPIN AVE: REDUCE 2ND BEDROOM SIZE TO ACCOMMODATE 2ND BATHROOM Applicant: SETH HOENIG PO BOX 1958 CARLSBAD, CA 92018-1958 (760) 434-9668 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: KATHLEEN REINDERS 1085 CHINQUAPIN AVE CARLSBAD, CA 92008-3534 (760) 730-2150 Total Fees: $395.00 Total Payments To Date: Building Division $395.00 Contractor: SETH HOENIG PO BOX 1958 CARLSBAD, CA 92018-1958 (760) 434-9668 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 \ 760-602-8560 f I www.carlsbadca.gov AMOUNT $360.00 $35.00 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.'carlsbadca.gov Original Plan Check Number C\?;Q. 'lo 2 2 -l '3o3 Plan Revision Number P\<f.){2022-0\2..l /0 ?5 7 Clt~r'ICi_Ll<'\-P•·r... A1/et,1u<L Project Address -"------------l-+--~-+--+--· -'------------.----------.------- \ d. c e ,. V1. 1 [11 CA._ -f{\ roz,•-nrt General Scope of Revision/Deferred Submittal: _CLJJ. ____ J __ a:w'_· ll __ c' __ ..1 ________ _ cJ..1 ~4tt'~n e_,~ ~ s:h 10_§ -G-zrv+pr-l' Y1.+ CONTACT INFORMATION: Name SC..+{'---Hz:, (.v( IJi Phone t6D·-~/3-r l l$ Fax ~--------- Address Bo'yL l q ~?, City Ca,_,.,r J ,.latl-J Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ~ Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page/s) where each revision is shown (J.._ed uC-e-Sc z e o-f!-7~ J. 6ed~ ~ ()tl.-a, e S ~ 4. s-, J iLl l OU/ 2--~ l.1 a.-'<fit rz,-z;> rl1 1 ,... 4. Does this revision, in any way, alter the exterior of the project? D Yes ~ No 5. Does this revision add ANY new floor area(s)? D Yes [81 No 6. Does this revision affect any fire related issues? D Yes ~ No 7. _,s this a comp1er_s~ Jes_F!J No k::S'S1gnature---.,L-~-""L..C...=------._··_-~~-----------Date (D / 13/ q;J Z z_ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov